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HomeMy WebLinkAboutWPO201800073 Calculations 2019-07-05Lewis and Clark Drive Road Extension ALBEMARLE COUNTY, VIRGINIA VSMP PLAN & ROAD PLAN DESIGN CALCULATIONS & NARRATIVE SEPTEMBER 24, 2018 REVISED: JUNE 28, 2019 Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1688 Table of Contents Section Title 1 Project Narrative 2 LD-204 Inlet Calculations 3 LD-229 Pipe Calculations 4 LD-347 HGL Calculations 5 LD-269 Culvert Calculations 6 Outlet Protection Calculations 7 Stormwater Management Exhibit for Pond 1 8 Drainage Subbasin Map – Developed Condition, Flat Branch – Tributary to North Fork Rivanna River, UVA Research Park at North Fork Project Narrative: This project includes the construction of a new road connecting Innovation Drive to Lewis and Clark Drive and associated utilities and site work. Limits of disturbance is 14.65 acres. Stormwater Management: Per the document "Stormwater Management/ BMP Analysis and Floodplan Study for the UVA Research Park at Northfork" by Dewberry & Davis, October 1997, The Research Park ponds has been master planned for stormwater management for the future build-out of the research park. The majority of this road project drains to the large wetpond, designated Pond 1, to the east that was designed and constructed to handle quantity and quality for the future build- out of the research park including this road connection. This pond is referred to as Pond 1 on SDP 199800043. For the approved drainage areas and CN values, see Drainage Subbasin Map – Developed Condition, Flat Branch – Tributary to North Fork Rivanna River, UVA Research Park at North Fork. The areas of the proposed roadway and existing impermeable surfaces were used to determine the CN values for the proposed condition. For a conservative design, the areas measured include the road’s ultimate build as a divided highway with two lanes in each direction. All non-pavement areas within the limits of disturbance were assumed to become to turf, though some may be restored to a forested condition. Although the measurements of each drainage divide area vary slightly due to different mapping techniques, they are assumed to be substantially similar. For the proposed drainage areas and CN values, see Stormwater Management Exhibit for Pond 1. The calculated proposed CN values are within the limits of the approved future condition. See Table 1 for a comparison of the CN values in the approved future condition and the with the proposed roadway. Note that only drainage areas C2, D1, D2, and E1 are impacted by construction of the road. FORM LD 204STORMWATER INLET COMPUTATIONSSHEET 1 OF 3LD204PROJECTUVAF LEWIS AND CLARK ROAD EXTENSIONDESIGNER:A. MABEEDATE3/22/2019CHECKED:J. SHOWALTERUNITSENGLISHINLETSag Inlets OnlyNUMBERTYPELENGTH (FT; M)STATIONDRAINAGE AREA (AC; HA)CCACAI (IN/HR; mm/HR)Q INCR. (CFS; CMS)Qc CARRYOVER (CFS; CMS)QT GUTTER FLOW (CFS; CMS)S GUTTER SLOPE (FT/FT; M/M)Sx CROSS SLOPE (FT/FT; M/M)T (SPREAD) (FT; M)W (GUTTER WIDTH) (FT; M)W/TSw (GUTTER SLOPE) (FT/FT; M/M)Sw/SxEo (App. 9C-8)a S'wSeCOMPUTED LENGTH LT (FT; M)L, SPECIFIED LENGTH (FT; M)L/LT E (App. 9C-18)Q INTERCEPTED (CFS; CMS) or d/hQb CARRYOVER (CFS; CMS)Depth at Curb (IN; MM)Allowable Ponding Depth d (FT; M)Height of Curb Opening h (FT; M)d/hDepth at Inlet (IN; MM) T SPREAD @ SAG (FT; M)REMARKS102 DI-3B 6.000 0.240 0.90 0.2160'RIGHT 0.270 0.35 0.0950.311 4 1.244 0 1.244 0.0670 0.0208 2.771 2.000 0.7218 0.08334.0048 0.994 3.50 0.1458 0.1658 10.677 6.000 0.562 0.774 0.962 0.282 2.192104 DI-3B 8.000 0.260 0.90 0.2340'RIGHT 1.000 0.35 0.350.584 4 2.336 0 2.336 0.0480 0.0208 5.365 2.000 0.3728 0.08334.0048 0.861 3.50 0.1458 0.1464 13.562 8.000 0.590 0.799 1.866 0.470 2.839106 DI-3B 8.000 0.210 0.90 0.1890'RIGHT 0.690 0.35 0.2420.431 4 1.724 0 1.724 0.0490 0.0208 4.317 2.000 0.4633 0.08334.0048 0.930 3.50 0.1458 0.1564 11.544 8.000 0.693 0.881 1.518 0.206 2.578108 DI-3B 8.000 0.250 0.90 0.2250.000'RIGHT0.660 0.35 0.2310.456 4 1.824 0 1.824 0.0230 0.0208 5.781 2.000 0.346 0.0833 4.0048 0.832 3.50 0.1458 0.1421 9.977 8.000 0.802 0.946 1.7250.099 2.943112 DI-5 3.330 0.290 0.35 0.1020'RIGHT 0.102 4 0.408 0 0.408 0.0660 3.0003.330 1.000 0.408 0.000 0.0544BHt.=0.048'122 DI-5 3.330 0.270 0.35 0.0950.000'RIGHT 0.095 4 0.38 0 0.380 0.0450 3.0003.330 1.000 0.380 0.000 0.0584BHt.=0.046'132 DI-5 3.333 0.470 0.35 0.1650.000'RIGHT 0.165 4 0.66 0 0.660 0.0440 3.0003.333 1.000 0.660 0.000 0.0813BHt.=0.066'142 DI-5 3.333 0.320 0.35 0.1120.000'RIGHT 0.112 4 0.448 0 0.448 0.0254 3.0003.333 1.000 0.448 0.000 0.0762BHt.=0.051'204 DI-5 3.330 0.060 0.35 0.0210'RIGHT 0.021 4 0.084 0 0.084 0.0045 3.0003.330 1.000 0.084 0.000 0.0473BHt.=0.017'206 DI-5 3.330 0.330 0.35 0.1160'RIGHT 0.116 4 0.464 0 0.464 0.0300 3.0003.330 1.000 0.464 0.000 0.074BHt.=0.052'208 DI-5 3.330 0.620 0.35 0.2170.000'RIGHT 0.217 4 0.868 0 0.868 0.0300 3.0003.330 1.000 0.868 0.000 0.1067BHt.=0.080'210 DI-5 3.330 1.430 0.35 0.5010'RIGHT 0.501 4 2.004 0 2.004 0.0540 3.0003.330 1.000 2.004 0.000 0.1457BHt.=0.139'212 DI-5 3.330 1.060 0.35 0.3710.000'RIGHT 0.371 4 1.484 0 1.484 0.0660 3.0003.330 1.000 1.484 0.000 0.1158BHt.=0.114'INLETSOFT BY ENSOFTECDATE: 3/22/2019 FORM LD 204STORMWATER INLET COMPUTATIONSSHEET 2 OF 3LD204PROJECTUVAF LEWIS AND CLARK ROAD EXTENSIONDESIGNER:A. MABEEDATE3/22/2019CHECKED:J. SHOWALTERUNITSENGLISHINLETSag Inlets OnlyNUMBERTYPELENGTH (FT; M)STATIONDRAINAGE AREA (AC; HA)CCACAI (IN/HR; mm/HR)Q INCR. (CFS; CMS)Qc CARRYOVER (CFS; CMS)QT GUTTER FLOW (CFS; CMS)S GUTTER SLOPE (FT/FT; M/M)Sx CROSS SLOPE (FT/FT; M/M)T (SPREAD) (FT; M)W (GUTTER WIDTH) (FT; M)W/TSw (GUTTER SLOPE) (FT/FT; M/M)Sw/SxEo (App. 9C-8)a S'wSeCOMPUTED LENGTH LT (FT; M)L, SPECIFIED LENGTH (FT; M)L/LT E (App. 9C-18)Q INTERCEPTED (CFS; CMS) or d/hQb CARRYOVER (CFS; CMS)Depth at Curb (IN; MM)Allowable Ponding Depth d (FT; M)Height of Curb Opening h (FT; M)d/hDepth at Inlet (IN; MM) T SPREAD @ SAG (FT; M)REMARKS222 DI-3C 8.000 0.070 0.90 0.063Back/Lt.0.000'RIGHT 0.063 4 0.252 0 0.0020 0.0208 3.275 2.000 0.61070.0833 4.0048 3.50Back/Lt.0 4 0 0Ahead/Rt.0.252 0.00208 0.252 0.535 0.166 0.0138 11.8571429 2.535 2.145 Weir Flow224 DI-3B 12.000 0.340 0.90 0.3060.000'RIGHT0.120 0.35 0.0420.348 4 1.392 0 1.392 0.0260 0.0208 4.656 2.000 0.4296 0.08334.0048 0.909 3.50 0.1458 0.1533 8.829 12.000 1.359 1.000 1.392 0.000 2.662226 DI-3B 12.000 0.290 0.90 0.2610'RIGHT 0.050 0.35 0.0180.279 4 1.116 0 1.116 0.0610 0.0208 2.577 2.000 0.7761 0.08334.0048 0.997 3.50 0.1458 0.1662 9.902 12.000 1.212 1.000 1.116 0.000 2.143228 DI-3B 12.000 0.220 0.90 0.1980'RIGHT 0.050 0.35 0.0180.216 4 0.864 0 0.864 0.0690 0.0208 1.905 2.000 1.0499 0.08334.0048 1.000 3.50 0.1458 0.1666 9.214 12.000 1.302 1.000 0.864 0.000 1.905232 DI-3B 8.000 0.320 0.90 0.2880'RIGHT 0.070 0.35 0.0250.313 4 1.252 0 1.252 0.0076 0.0208 6.409 2.000 0.3121 0.08334.0048 0.788 3.50 0.1458 0.1357 6.283 8.000 1.273 1.000 1.252 0.000 3.100242 DI-3B 8.000 0.410 0.90 0.3690.000'RIGHT0.270 0.35 0.0950.464 4 1.856 0 1.856 0.0180 0.0208 6.275 2.000 0.3187 0.08334.0048 0.797 3.50 0.1458 0.1371 9.544 8.000 0.838 0.962 1.786 0.070 3.066252 DI-5 3.330 0.020 0.90 0.0180'RIGHT 0.310 0.35 0.1090.127 10 1.27 0 1.270 0.0056 3.0003.330 1.000 1.270 0.000 0.2132BHt.=0.103'254 DI-5 3.330 0.230 0.90 0.2070.000'RIGHT0.200 0.35 0.070.277 4 1.108 0 1.108 0.0370 3.0003.330 1.000 1.108 0.000 0.1156BHt.=0.094'256 DI-5 3.330 0.130 0.90 0.1170'RIGHT 0.090 0.35 0.0320.149 4 0.596 0 0.596 0.0320 3.0003.330 1.000 0.596 0.000 0.0841BHt.=0.062'258 DI-5 3.330 0.200 0.90 0.180.000'RIGHT0.080 0.35 0.0280.208 4 0.832 0 0.832 0.0260 3.0003.330 1.000 0.832 0.000 0.1084BHt.=0.077'262 DI-3B 12.000 0.100 0.90 0.09INLETSOFT BY ENSOFTECDATE: 3/22/2019 FORM LD 204STORMWATER INLET COMPUTATIONSSHEET 3 OF 3LD204PROJECTUVAF LEWIS AND CLARK ROAD EXTENSIONDESIGNER:A. MABEEDATE3/22/2019CHECKED:J. SHOWALTERUNITSENGLISHINLETSag Inlets OnlyNUMBERTYPELENGTH (FT; M)STATIONDRAINAGE AREA (AC; HA)CCACAI (IN/HR; mm/HR)Q INCR. (CFS; CMS)Qc CARRYOVER (CFS; CMS)QT GUTTER FLOW (CFS; CMS)S GUTTER SLOPE (FT/FT; M/M)Sx CROSS SLOPE (FT/FT; M/M)T (SPREAD) (FT; M)W (GUTTER WIDTH) (FT; M)W/TSw (GUTTER SLOPE) (FT/FT; M/M)Sw/SxEo (App. 9C-8)a S'wSeCOMPUTED LENGTH LT (FT; M)L, SPECIFIED LENGTH (FT; M)L/LT E (App. 9C-18)Q INTERCEPTED (CFS; CMS) or d/hQb CARRYOVER (CFS; CMS)Depth at Curb (IN; MM)Allowable Ponding Depth d (FT; M)Height of Curb Opening h (FT; M)d/hDepth at Inlet (IN; MM) T SPREAD @ SAG (FT; M)REMARKS0'RIGHT 0.480 0.35 0.1680.258 4 1.032 0 1.032 0.0472 0.0208 2.733 2.000 0.7318 0.08334.0048 0.995 3.50 0.1458 0.1659 8.884 12.000 1.351 1.000 1.032 0.000 2.182272 DI-3B 8.000 0.090 0.90 0.0810'RIGHT 0.081 4 0.324 0 0.324 0.0370 0.0208 1.483 2.000 1.3486 0.0833 4.0048 1.000 3.50 0.1458 0.1666 5.062 8.000 1.580 1.000 0.324 0.000 1.482274 DI-3B 12.000 0.060 0.90 0.0540'RIGHT 0.660 0.35 0.2310.285 4 1.14 0 1.140 0.0370 0.0208 3.435 2.000 0.5822 0.0833 4.0048 0.974 3.50 0.1458 0.1629 8.704 12.000 1.379 1.000 1.140 0.000 2.357282 DI-3B 8.000 0.130 0.90 0.1170'RIGHT 0.117 4 0.468 0 0.468 0.0250 0.0208 1.832 2.000 1.0917 0.0833 4.0048 1.000 3.50 0.1458 0.1666 5.252 8.000 1.523 1.000 0.468 0.000 1.831284 DI-3B 8.000 0.100 0.90 0.090'RIGHT 0.260 0.35 0.0910.181 4 0.724 0 0.724 0.0230 0.0208 2.750 2.000 0.7273 0.08334.0048 0.994 3.50 0.1458 0.1658 6.171 8.000 1.296 1.000 0.724 0.000 2.186300 DI-3B 8.000 0.160 0.90 0.1440.000'RIGHT0.690 0.35 0.2420.386 4 1.544 0 1.544 0.0065 0.0208 7.482 2.000 0.2673 0.08334.0048 0.716 3.50 0.1458 0.1252 6.873 8.000 1.164 1.000 1.544 0.000 3.36757+88l DI-7 3.500 2.450 0.90 2.205Back/Lt.0.000'RIGHT1.800 0.35 0.63Back/Lt.2.835 4 11.34 0Back/Lt.0 4 0 0Ahead/Rt.11.340 0.001 3.5003.5 11.3408.447 T > 8.0 ftINLETSOFT BY ENSOFTECDATE: 3/22/2019 LD229PROJECT:LEWIS AND CLARK DRIVE ROAD EXTENTION Designed by: A. MABEESTORM SEWER DESIGN COMPUTATIONSLOCATION:COUNTY: ALBEMARLEChecked by: J. SHOWALTERSTORM FREQUENCY10UNITSENGLISHDRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Capacity Friction VEL FLOW PIPE FROM POINT TO POINT AREA COEFF. INCRE- ACCUM- ADDTL INLET FALL Q UPPER LOWER of Pipe (Dia. Or Slope Vn TIME NO REFERENCE STA. REFERENCE STA. "A" "C" MENT ULATED CA TIME END END Span/Rise) REMARKSAcre Minutes In/Hr CFS Ft. Ft./Ft. In. CFS Ft./Ft. Ft/Sec Sec. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)141 142 108 0.680 0.350 0.238 0.238 0.000 5.000 6.542 1.557562.359 561.630 72.877 0.010 15.000 Circular 6.458 0.001 4.340 0.280 107 108 106 0.000 0.000 0.000 0.238 0.000 5.000 6.542 1.557561.530 551.230 242.350 0.042 15.000 Circular 13.313 0.0017.276 0.555 131 132 106 0.470 0.350 0.165 0.165 0.000 5.000 6.542 1.076551.959 551.230 72.872 0.010 15.000 Circular 6.458 0.000 3.909 0.311 105 106 104 0.000 0.000 0.000 0.403 0.000 5.000 6.542 2.633551.130 537.770 267.194 0.050 15.000 Circular 14.440 0.0028.969 0.497 121 122 104 0.270 0.350 0.095 0.095 0.000 5.000 6.542 0.618539.086 537.810 72.891 0.018 15.000 Circular 8.543 0.000 4.057 0.299 103 104 102 0.000 0.000 0.000 0.497 0.000 5.000 6.542 3.251537.670 526.615 221.106 0.050 15.000 Circular 14.440 0.0039.520 0.387 111 112 102 0.290 0.350 0.102 0.102 0.000 5.000 6.542 0.664525.677 525.130 72.870 0.007 15.000 Circular 5.593 0.000 3.070 0.396 101 102 100 0.520 0.610 0.317 0.916 0.000 5.000 6.542 5.991525.033 524.870 32.502 0.005 24.000 Circular 15.994 0.001 4.735 0.114 283 284 282 0.360 0.500 0.180 0.180 0.000 5.000 6.542 1.178504.885 504.575 31.019 0.010 15.000 Circular 6.456 0.000 4.010 0.129 281 282 258 0.130 0.900 0.117 0.297 0.000 5.000 6.542 1.943504.000 503.533 46.690 0.010 15.000 Circular 6.458 0.001 4.614 0.169 257 258 256 0.000 0.000 0.000 0.297 0.000 5.000 6.542 1.943503.430 498.110 142.216 0.037 15.000 Circular 12.490 0.0017.413 0.320 273 274 272 0.720 0.400 0.288 0.288 0.000 5.000 6.542 1.884499.203 498.890 31.045 0.010 15.000 Circular 6.483 0.001 4.588 0.113 271 272 256 0.090 0.900 0.081 0.369 0.000 5.000 6.542 2.414498.450 498.015 43.539 0.010 15.000 Circular 6.458 0.001 4.892 0.148 255 256 254 0.000 0.000 0.000 0.666 0.000 5.000 6.542 4.357497.910 483.260 293.231 0.050 15.000 Circular 14.435 0.00510.321 0.473 261 262 254 0.580 0.450 0.261 0.261 0.000 5.000 6.542 1.708483.987 483.260 72.870 0.010 15.000 Circular 6.450 0.001 4.449 0.273 253 254 252 0.430 0.640 0.275 1.202 0.000 5.000 6.542 7.865483.010 477.570 250.000 0.022 18.000 Circular 15.492 0.0068.819 0.472 251 252 204 0.320 0.350 0.112 1.314 0.000 5.000 6.542 8.598477.470 476.720 25.000 0.030 18.000 Circular 18.190 0.007 10.171 0.041 227 228 212 0.280 0.790 0.221 0.221 0.000 5.000 6.542 1.447511.163 510.432 73.144 0.010 15.000 Circular 6.458 0.001 4.252 0.287 211 212 210 0.000 0.000 0.000 0.221 0.000 5.000 6.542 1.447510.330 492.660 283.634 0.062 15.000 Circular 16.119 0.0018.155 0.580 225 226 210 0.350 0.810 0.284 0.284 0.000 5.000 6.542 1.855494.055 492.961 72.932 0.015 15.000 Circular 7.909 0.001 5.274 0.230 209 210 208 0.000 0.000 0.000 0.505 0.000 5.000 6.542 3.302492.560 482.630 266.109 0.037 15.000 Circular 12.475 0.0038.603 0.516 223 224 208 0.460 0.760 0.350 0.350 0.000 5.000 6.542 2.287483.806 482.530 72.882 0.018 15.000 Circular 8.543 0.001 5.910 0.206 207 208 206 0.000 0.000 0.000 0.854 0.000 5.000 6.542 5.589482.430 477.070 243.134 0.022 15.000 Circular 9.589 0.007 8.130 0.498 205 206 204 0.330 0.350 0.116 0.970 0.000 5.000 6.542 6.345476.970 476.173 24.517 0.033 18.000 Circular 18.933 0.004 9.672 0.042 241 242 222 0.680 0.680 0.462 0.462 0.000 5.000 6.542 3.025480.364 479.240 25.000 0.045 15.000 Circular 13.692 0.002 8.978 0.046 231 232 222 0.390 0.800 0.312 0.312 0.000 5.000 6.542 2.041482.273 481.828 25.434 0.017 15.000 Circular 8.543 0.001 5.726 0.074 221 222 204 0.070 0.900 0.063 0.837 0.000 5.000 6.542 5.478479.125 476.023 72.870 0.043 15.000 Circular 13.324 0.007 10.350 0.117 203 204 202 0.060 0.350 0.021 3.142 0.000 5.000 6.542 20.558 473.328 467.429 39.330 0.150 24.000 Circular 87.605 0.00822.820 0.029 201 202 200 0.000 0.000 0.000 3.142 0.000 5.000 6.542 20.558 462.640 462.500 13.381 0.010 24.000 Circular 23.137 0.0088.341 0.027 LD347PROJECT:LEWIS AND CLARK DRIVE ROAD EXTENTIONDESIGNED BY: A. MABEEHYDRAULIC GRADE LINE ANALYSISChecked: J. SHOWALTERINCIDENCE PROBABILITY 10 YearOUTLET DIA. DESIGN LENGTH FRICTION FRICTIONJUNCTION LOSSInletINLET INLET WATER PIPE DISCH. PIPE SLOPE, Sfo LOSS1.3 0.5 FINAL Water Rim CommentsOR STATION SURFACE Do Qo Lo Hf Vo Ho Qi Vi QiVi Vi*2/2g Hi Angle HΔHt Ht Ht H Surface ElevJUNCTION ELEV. (In) (CFS) (Ft) (FT/FT) (Ft) (Ft)(Ft) Elevation102 526.87 24 5.99 32.5 0.07% 0.02 4.73 0.09 3.25 9.52 30.95 1.41 0.49 68.64 0.86 1.44 1.87 FALSE 1.89 528.76 533.37 OK -4.6104 528.76 15 3.25 221.11 0.25% 0.56 9.52 0.35 2.63 8.97 23.62 1.25 0.44 85.05 0.18 0.97 0 FALSE 1.53 530.29 546.8 OK -16.51106 538.77 15 2.63 267.19 0.17% 0.44 8.97 0.31 1.56 7.28 11.33 0.82 0.29 83.4 0.16 0.76 0 FALSE 1.2 539.97 559.77 OK -19.8108 552.23 15 1.56 242.35 0.06% 0.14 7.28 0.21 1.56 4.34 6.760.29 0.1 84.07 0.19 0.5 0 FALSE 0.64 552.87 570.21 OK -17.34142 562.63 15 1.56 72.88 0.06% 0.04 4.34 0.07 0 0 0 0 0 0 0 0.07 0.1 FALSE 0.14 562.77 568.7 OK -5.93112 528.76 15 0.66 72.87 0.01% 0.01 3.07 0.04 0 0 0 0 0 0 0 0.04 0.05 FALSE 0.06 528.82 531.86 OK -3.04122 538.81 15 0.62 72.89 0.01% 0.01 4.06 0.06 0 0 0 0 0 0 0 0.06 0.08 FALSE 0.09 538.9 545.36 OK -6.46132 552.23 15 1.08 72.87 0.03% 0.02 3.91 0.06 0 0 0 0 0 0 0 0.06 0.08 TRUE 0.06 552.29 558.26 OK -5.98202 464.1 24 20.56 13.38 0.83% 0.11 8.34 0.27 20.56 22.82 469.14 8.09 2.83 15.57 1.54 4.64 0 FALSE 4.75 468.85 472.51 OK -3.66204 469.03 24 20.56 39.33 0.83% 0.32 22.82 2.02 8.6 10.17 87.45 1.61 0.56 84.83 1.06 3.64 0 FALSE 3.97 473 485.06 OK -12.06252 477.92 18 8.6 25 0.67% 0.17 10.17 0.4 7.87 8.82 69.36 1.210.42 0 0 0.82 0 FALSE 0.99 478.91 485.12 OK -6.21254 478.91 18 7.87 250 0.56% 1.4 8.82 0.3 4.36 10.32 44.97 1.65 0.58 90 0.22 1.1 1.42 FALSE 2.83 481.74 489.45 OK -7.72256 484.26 15 4.36 293.23 0.45% 1.33 10.32 0.41 1.94 7.41 14.4 0.85 0.3 96.17 0.26 0.97 0 FALSE 2.31 486.57 503.92 OK -17.35258 499.11 15 1.94 142.22 0.09% 0.13 7.41 0.21 1.94 4.61 8.960.33 0.12 85.39 0.23 0.56 0 FALSE 0.69 499.8 509.45 OK -9.65282 504.53 15 1.94 46.69 0.09% 0.04 4.61 0.08 1.18 4.01 4.72 0.25 0.09 0 0 0.17 0.22 FALSE 0.26 504.8 512.5 OK -7.71284 505.57 15 1.18 31.02 0.03% 0.01 4.01 0.06 0 0 0 0 0 0 0 0.06 0.08 FALSE 0.09 505.67 512.92 OK -7.25206 477.37 18 6.34 24.52 0.36% 0.09 9.67 0.36 5.59 8.13 45.441.03 0.36 6.24 0.06 0.78 0 FALSE 0.87 478.25 485.07 OK -6.83208 478.25 15 5.59 243.13 0.75% 1.82 8.13 0.26 3.3 8.6 28.41 1.15 0.4 84.5 0.36 1.02 0 FALSE 2.84 481.08 489.3 OK -8.21210 483.63 15 3.3 266.11 0.26% 0.7 8.6 0.29 1.45 8.16 11.8 1.03 0.36 84.69 0.29 0.93 0 FALSE 1.63 485.26 499.47 OK -14.21212 493.66 15 1.45 283.63 0.05% 0.14 8.16 0.26 1.45 4.25 6.150.28 0.1 96.26 0.2 0.55 0 FALSE 0.7 494.35 516.82 OK -22.47228 511.43 15 1.45 73.14 0.05% 0.04 4.25 0.07 0 0 0 0 0 0 0 0.07 0.09 FALSE 0.13 511.56 518.45 OK -6.89222 477.02 15 5.48 72.87 0.72% 0.52 10.35 0.42 3.03 8.98 27.16 1.25 0.44 90 0.88 1.73 0 FALSE 2.25 479.28 486.57 OK -7.29242 480.24 15 3.03 25 0.22% 0.05 8.98 0.31 0 0 0 0 0 0 0 0.31 0.41 FALSE 0.46 480.7 486.63 OK -5.93224 483.53 15 2.29 72.88 0.13% 0.09 5.91 0.14 0 0 0 0 0 0 0 0.14 0.18 FALSE 0.27 483.8 490.76 OK -6.96226 493.96 15 1.85 72.93 0.08% 0.06 5.27 0.11 0 0 0 0 0 0 0 0.11 0.14 FALSE 0.2 494.16 500.98 OK -6.82232 482.83 15 2.04 25.43 0.10% 0.03 5.73 0.13 0 0 0 0 0 0 0 0.13 0.17 FALSE 0.19 483.02 486.59 OK -3.57262 484.26 15 1.71 72.87 0.07% 0.05 4.45 0.08 0 0 0 0 0 0 0 0.08 0.1 FALSE 0.15 484.41 491.87 OK -7.46272 499.01 15 2.41 43.54 0.14% 0.06 4.89 0.09 1.88 4.59 8.64 0.33 0.11 0 0 0.21 0.27 FALSE 0.33 499.34 506.82 OK -7.48274 499.89 15 1.88 31.04 0.09% 0.03 4.59 0.08 0 0 0 0 0 0 0 0.08 0.11 FALSE 0.13 500.02 507.18 OK -7.16 PROJECTUVAF Lewis and Clark Ext.CULVERT DESIGN FORM LD-269ROADCOUNTYAlbemarle (Zone 1) SHEET OF DESIGNER: JS DATE: 3/7/2019CULVERT1VAUNITSENGLISHREVIEWER: CK DATE: 3/7/2019NOAA StationCharlottesvilleHYDROLOGICAL DATAMethod: RATIONALRoadway Width105 ftROADWAY ELEVATION485.00 ft Road Length 1000 Suface TypePAVEDDrainage Area: 241 AcresFreeboard= #VALUE! ftTime of Concentration 45.664 MinutesShldr. Elev. Lt. = ftShldr. Elev. Rt.= ftDESIGN FLOWSELHWd= 467.61 ftR.I. (years) FLOW (cfs)Elsf= 0.00 ft HwiH10 Design 363.04Eli= 461.00 ftTW DEPTH 2.30 ft2 Check 265.93L= 247.61 ftStream BedTW TW VEL. 10.80 fps100 Max. 636.82S= 0.81%DEPRESSION6 in.Channel Inv.El.. 459.00 ftCULVERT DESCRIPTION:SKEW= 0O"n" Bed0.013Elo= 459.00 ftTYPE: Single/Multiple ConformingInlet Edge Description:TOTAL FLOW PERHEADWATER CALCULATIONSCONTROL MINIMUMWingwall 30deg-75deg flareFLOW BARREL INLET CONTROLOUTLET CONTROL HEADWATER OUTLET SHOULDER COMMENTSSingle / Multiple Conforming / Broken Back CulvertsQ Q/N HWi/D HWi FALL ELHWi TW dc (dc+D)/2 ho ke H ELHWo ELEV VEL ELEV.MATERIAL SHAPESize (in)NMannings ncfs cfs ft ft ft ft ft ft ft ft ft ft fps ftConcrete Box 60 X 60 2 0.01 363.04 181.5 1.32 6.11 0.00 467.11 2.30 3.45 4.23 3.97 0.40 2.32 466.29 467.61 12.91265.93 133.0 0.83 3.65 0.00 464.65 1.94 2.80 3.90 3.65 0.40 1.25 464.90 465.15 11.90636.82 318.4 2.26 10.80 0.00 471.80 3.10 4.50 4.75 4.50 0.40 7.08 471.58 472.30 14.68Broken Back Culvert TAILWATER DATA:TAILWATER RESULTS:ROADWAY DATA:ROADWAY OVERTOPPING:LENGTH Elev.SKEW OChannel Shape TrapezoidalDischarge ElevationFlow depthVelocity Shear force Roadway Width, ft105DischargeOvertopping DischargeOvertopping ElevationBottom Width, ft10.00 "n" =0.035cfs ft ft fps PSF Surface TypePAVEDcfscfsftSide Slope Lt: (H:1V)2.00Design461.30 2.30 10.80 4.74Top of Road Elevation, ft485Design0 0.00Side Slope Rt: (H:1V)2.00Check460.94 1.94 9.85 4.00Length of Road, ft1000Check0 0.00Channel Slope, ft/ft0.0330Max.462.10 3.10 12.67 6.39Max.0 0.00DistanceElevation "n" =TECHNICAL FOOTNOTES:(1) USE Q/NB FOR BOX CULVERTS(4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER)(2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW(7) H = [1 + ke + (29n2L)/R1.33]v2/2g(3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNELSUBSCRIPT DEFINITIONS:COMMENTS / DISCUSSION:CULVERT BARREL SELECTEDHWd DESIGN HEADWATER i INLETSIZE: n:HWi HW IN INLET CONTROL o OUTLETSHAPE: MATERIAL:HWo HW IN OUTLET CONTROL sf StreambedENTRANCE: @ culvert faceCULVERTSOFT by ENSOFTEC, INC. PROJECTUVAF Lewis and Clark Ext.CULVERT DESIGN FORM LD-269ROADCOUNTYAlbemarle (Zone 1) SHEET OF DESIGNER: JS DATE: 3/7/2019CULVERT2VAUNITSENGLISHREVIEWER: CK DATE: 3/7/2019NOAA StationCharlottesvilleHYDROLOGICAL DATAMethod: RATIONALRoadway Width105 ftROADWAY ELEVATION488.00 ft Road Length 1000 Suface TypePAVEDDrainage Area: 85 AcresFreeboard= #VALUE! ftTime of Concentration 30.936 MinutesShldr. Elev. Lt. = ftShldr. Elev. Rt.= ftDESIGN FLOWSELHWd= 480.34 ftR.I. (years) FLOW (cfs)Elsf= 0.00 ft HwiH10 Design 153.50Eli= 475.00 ftTW DEPTH 1.37 ft2 Check 113.50L= 163.58 ftStream BedTW TW VEL. 8.58 fps100 Max. 263.13S= 1.53%DEPRESSION6 in.Channel Inv.El.. 472.00 ftCULVERT DESCRIPTION:SKEW= 0O"n" Bed0.013Elo= 472.50 ftTYPE: Single/Multiple ConformingInlet Edge Description:TOTAL FLOW PERHEADWATER CALCULATIONSCONTROL MINIMUMWingwall 30deg-75deg flareFLOW BARREL INLET CONTROLOUTLET CONTROL HEADWATER OUTLET SHOULDER COMMENTSSingle / Multiple Conforming / Broken Back CulvertsQ Q/N HWi/D HWi FALL ELHWi TW dc (dc+D)/2 ho ke H ELHWo ELEV VEL ELEV.MATERIAL SHAPESize (in)NMannings ncfs cfs ft ft ft ft ft ft ft ft ft ft fps ftConcrete Box 72 X 48 1 0.01 153.50 153.5 1.33 4.84 0.00 479.84 1.37 2.73 3.37 3.11 0.40 1.71 478.33 480.34 15.26113.50 113.5 0.86 2.92 0.00 477.92 1.16 2.23 3.12 2.87 0.40 0.94 477.30 478.42 13.87263.13 263.1 2.23 8.43 0.00 483.43 1.82 3.50 3.75 3.50 0.40 5.01 482.01 483.93 17.87Broken Back Culvert TAILWATER DATA:TAILWATER RESULTS:ROADWAY DATA:ROADWAY OVERTOPPING:LENGTH Elev.SKEW OChannel Shape TrapezoidalDischarge ElevationFlow depthVelocity Shear force Roadway Width, ft105DischargeOvertopping DischargeOvertopping ElevationBottom Width, ft9.00 "n" =0.035cfs ft ft fps PSF Surface TypePAVEDcfscfsftSide Slope Lt: (H:1V)3.00Design473.37 1.37 8.58 3.41Top of Road Elevation, ft488Design0 0.00Side Slope Rt: (H:1V)3.00Check473.16 1.16 7.84 2.90Length of Road, ft1000Check0 0.00Channel Slope, ft/ft0.0400Max.473.82 1.82 10.02 4.54Max.0 0.00DistanceElevation "n" =TECHNICAL FOOTNOTES:(1) USE Q/NB FOR BOX CULVERTS(4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER)(2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW(7) H = [1 + ke + (29n2L)/R1.33]v2/2g(3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNELSUBSCRIPT DEFINITIONS:COMMENTS / DISCUSSION:CULVERT BARREL SELECTEDHWd DESIGN HEADWATER i INLETSIZE: n:HWi HW IN INLET CONTROL o OUTLETSHAPE: MATERIAL:HWo HW IN OUTLET CONTROL sf StreambedENTRANCE: @ culvert faceCULVERTSOFT by ENSOFTEC, INC. PROJECTUVAF Lewis and Clark Ext.CULVERT DESIGN FORM LD-269ROADCOUNTYAlbemarle (Zone 1) SHEET OF DESIGNER: DATE: 9/17/2018CULVERT3VAUNITSENGLISHREVIEWER: DATE:NOAA StationCharlottesvilleHYDROLOGICAL DATAMethod: RATIONALRoadway Width105 ftROADWAY ELEVATION531.00 ft Road Length 1000 Suface TypePAVEDDrainage Area: 12.51 AcresFreeboard= #VALUE! ftTime of Concentration 15.131 MinutesShldr. Elev. Lt. = ftShldr. Elev. Rt.= ftDESIGN FLOWSELHWd= 529.23 ftR.I. (years) FLOW (cfs)Elsf= 0.00 ft HwiH10 Design 21.83Eli= 526.00 ftTW DEPTH 0.53 ft2 Check 16.56L= 136.87 ftStream BedTW TW VEL. 6.87 fps100 Max. 36.47S= 3.29%DEPRESSION0 in.Channel Inv.El.. 521.50 ftCULVERT DESCRIPTION:SKEW= 0O"n" Bed0.013Elo= 521.50 ftTYPE: Single/Multiple ConformingInlet Edge Description:TOTAL FLOW PERHEADWATER CALCULATIONSCONTROL MINIMUMSquare edge w/headwallFLOW BARREL INLET CONTROLOUTLET CONTROL HEADWATER OUTLET SHOULDER COMMENTSSingle / Multiple Conforming / Broken Back CulvertsQ Q/N HWi/D HWi FALL ELHWi TW dc (dc+D)/2 ho ke H ELHWo ELEV VEL ELEV.MATERIAL SHAPESize (in)NMannings ncfs cfs ft ft ft ft ft ft ft ft ft ft fps ftConcrete Circular 24 1 0.01 21.83 21.8 1.62 3.23 0.00 529.23 0.53 1.67 1.84 1.83 0.50 2.39 525.73 529.23 13.2616.56 16.6 1.20 2.41 0.00 528.41 0.45 1.47 1.74 1.73 0.50 1.38524.61 528.41 12.3536.47 36.5 2.51 5.02 0.00 531.02 0.70 1.93 1.97 1.97 0.50 6.68530.14 531.02 9.57Broken Back Culvert TAILWATER DATA:TAILWATER RESULTS:ROADWAY DATA:ROADWAY OVERTOPPING:LENGTH Elev.SKEW OChannel Shape TrapezoidalDischarge ElevationFlow depthVelocity Shear force Roadway Width, ft105DischargeOvertopping DischargeOvertopping ElevationBottom Width, ft5.00 "n" =0.035cfs ft ft fps PSF Surface TypePAVEDcfscfsftSide Slope Lt: (H:1V)2.00Design522.03 0.53 6.87 2.63Top of Road Elevation, ft531Design0 0.00Side Slope Rt: (H:1V)2.00Check521.95 0.45 6.28 2.24Length of Road, ft1000Check0 0.00Channel Slope, ft/ft0.0800Max.522.20 0.70 8.10 3.51Max.6 531.02DistanceElevation "n" =TECHNICAL FOOTNOTES:(1) USE Q/NB FOR BOX CULVERTS(4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (dc + D/2) (WHICHEVER IS GREATER)(2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS(5) TW BASED ON DOWNSTREAM CONTROL OR FLOW(7) H = [1 + ke + (29n2L)/R1.33]v2/2g(3) FALL = HWI - (ELHWd - ELsf); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNELSUBSCRIPT DEFINITIONS:COMMENTS / DISCUSSION:CULVERT BARREL SELECTEDHWd DESIGN HEADWATER i INLETSIZE: n:HWi HW IN INLET CONTROL o OUTLETSHAPE: MATERIAL:HWo HW IN OUTLET CONTROL sf StreambedENTRANCE: @ culvert faceCULVERTSOFT by ENSOFTEC, INC. I 1 t S I I 411 1 o o T y1_ 1 I I 1 r 1 P, 1' TI e 2317 Sq K {, p 0 J \\ IIISN' r a o 1 r 1 1 MI 15 062 SUBBASIN D2 I _ Nye a Ir 8403 Ac. G _ 0.1313 Sq- Mi. 11'"' , 1 0.3401 SKm. SL be=0079 )5u 51 1 CN00 O,OI93 1 . 0,0499OEC SUBBA INFI 2780Al- i--. 26 1 t - ` i " 0.0434 Sq. Mi x O."S . Km Lc= . o y" 54 per_ F 0.1125 Sq, Km CN 27 SUBBASINFi 66Ac. 01038 5q. Mi. u0.2689 59. Km. CN-0.067 1 CN=9i SUBBASIN F2 yy 31.64 Ac9UBBASIN&2 \ 0.0494 sq Mi.. t1+f > 49-OSA 0.128D Sq Km.,_- 007GGSq..Mi. ` tc = 0041 0 1984 Sq.. Km 1 CN= 91 - tc 0.058 40 4 I C 245X11 1 57 - _ "- 1..-- - t 41 SUBBASIN 61 48.90AD 45 00764 Sq. Mi. O.I97q Sq. Km. N.. j DRAINAGE SUBBASIN AAP - DEVELOPED CONDITION FLAT BRANCH - TRIBUTAW TO NORTH FORK RIVANNA RIVER UVA RESEARCH PORK AT NORTH FORK UNC OF VIRGINIA DATE: 7/23/97 SCALE: T • 200'(12,400) _ REAL ESTATE FOUNDATION TU7[IPI HE gh. & Co.p y PIEPARED FOR DYwberry&DRI UREF North Fork Business Park NOv 1 1991 PREPARED BY: Dewberry & Davis "`°" Approved Drainage Areas and CN Values Proposed Road Drainage Areas and CN Values 7/23/1997 12/19/2018 Area (Ac.) CN Area (Ac.) CN A1 57.25 79 A1 56.35 60 A2 12.61 64 A2 11.77 55 B1 54.48 72 B1 49.59 50 B2 48.56 80 B2 47.79 67 C1 27.38 80 C1 31.15 42 C2 85.84 82 C2 83.90 67 D1 12.33 78 D1 9.55 51 D2 84.03 86 D2 81.90 70 E1 27.8 81 E1 28.71 55 E2 17.28 83 E2 16.91 38 F1 66.44 91 F1 64.97 53 F2 31.64 91 F2 30.75 47 G1 48.9 92 G1 47.53 76 G2 49.05 92 G2 49.25 72 Table 1 – Drainage Areas and CN Values BARN FOOT BRIDGEFOOT BRIDG E CONC CONC CONC CONC CONC CONC CONC CONC CONCSHED #3655 1 STY. W / BASEM E N T RESID E N C E #3640 1 STY. W / C E L L A R RESIDE N C E METAL G A R A G E 1 STY. BLDG. ELEC. T R A N S . SSCO TOP=50 1 . 5 6 INV.=49 7 . 9 ' ± 47.53 76 AREA G1 49.25 72 AREA G2 64.94 53 AREA F1 30.73 47 AREA F2 28.71 55 AREA E1 17.28 0.83 AREA E2 81.90 70 AREA D2 83.90 67 AREA C2 31.15 42 AREA C1 49.59 50 AREA B1 47.79 67 AREA B2 11.76 55 AREA A2 56.35 60 AREA A1 9.55 51 AREA D1 NAD 8 3 0 SCALE 1"=300' 600'300' December 19, 2018 LEWIS AND CLARK DRIVE - STORMWATER MANAGEMENT EXHIBIT FOR POND 1 LEGEND HYDROLOGIC SOIL GROUP A, TURF HYDROLOGIC SOIL GROUP A, WOODS HYDROLOGIC SOIL GROUP B, TURF HYDROLOGIC SOIL GROUP B, WOODS HYDROLOGIC SOIL GROUP C, TURF HYDROLOGIC SOIL GROUP C, WOODS HYDROLOGIC SOIL GROUP D, TURF HYDROLOGIC SOIL GROUP D, WOODS IMPERMEABLE SURFACES 28.71 55 AREA E1 NOTE: DRAINAGE DIVIDES AND AREA NAMES ARE TAKEN FROM "STORMWATER MANAGEMENT/BMP ANALYSIS AND FLOODPLAIN STUDY FOR THE UVA RESEARCH PARK AT NORTHFORK" BY DEWBERRY & DAVIS, DATED OCTOBER 1997. DRAINAGE DIVIDE AREA NAME CN VALUEAREA, IN ACRES POND 1